I work at an old manufacturing building with wood purlins and wood decking roof supported by steel trusses, steel columns and brick and block walls. We are interested in putting a permanent welding booth in this area. The area already has proper ventilation drops and a welding curtain. I am...
Just for the sake of safety..... No you don't compare the stresses caused by applied loads to the ultimate tensile strength. Instead it's compared to the allowable tensile stress, which is the yield strength * Factor of safety. As I'm sure you have or will read. This is the older method...
The yield line method may work, altho I have never used it on something like this. What is it being used for? maybe framing below the plate is a better option.
Not sure whats codes you're using, but ASCE 7-10 in section 1.4.3 that the minimum design lateral force shall be 0.01*DL. I'm sure it's also stated in most building codes.
It's to cover lateral loads that will be imposed by people walking, moving, and etc (or at least that's how I've thought of it)
AISC DG7 has an example I believe and ASCE-7 has a pretty good description of the required loadings and serviceability. Then check the items listed above. I do not suspect that FLB will control on small loads on an S-shape... Also make sure to design for fatigue if it applies.
Thanks you for all the responses and information.
@ajh1,
I am looking for as much information as possible. Since we are looking to hang equipment, any material or section properties/dims or load tables if available. Or the availability of these items...
Any information to aid in coming to a...
Hello all,
I have some drawings of an existing warehouse that I'm hoping to hang some equipment from the ceiling in. Unfortunately the drawings with the specific joist information are missing (or was never given to us because it's proprietary). The cover page says it's a Delta Joist system by...
That is definitely an option. I guess I was more looking for if I was overlooking this in ACI, and if not, then how have people adopted it to apply to this scenario. Or what checks to assure a good design.
I have ACI360, but this seems to only address wheel and concentrated loading. Am I overlooking or not understanding how this can be applied to an unit that is bearing over a large area, like a air handling unit or large compressor? I'd like to be able to design slabs with reinforcement for crack...
Am I wrong to say that if it meets the criteria on page 1-33 of the AISC seismic manual then it's okay?
...I don't do much seismic design- but am somewhat familiar with it.
I should also add that, when it it checks- the moment strength is approximately the same for the straight section. Mu = 0.292K' (same calc as above but ASD) vs Mu= 0.256 K' ASME method. 12% change.
Adam
Thanks for your help!
I found an eq on pg 40 of B31.1 - this checks out. But it says that this is for
"elbows, miter bends, and full size outlet branch connections"
which are (or made of) hot rolled sections. Correct me if I'm wrong.
I started calcs using Mu = (lrfd load comb factor)*P*L=1.6*.25*14= 5.6 K"
aisc has an Mp = 1.11 K' = 13.32 K" for an undeformed 1 1/2" std pipe in tbl 3-15 e13
-but I wasn't sure if this applies since it's been plastically deformed.
I work in an industrial plant and I get a lot of small questions to support other projects, usually their pretty easy. This one made me think twice.
A blind flange on a davit port to a tank is suspended from a 1 1/2" sch40 pipe bent to a 90 deg angle. I know a bent shape should keep a strength...
